AGC Chip Seal Guide.cdr - Arizona Chapter Associated General

Transcription

1825 W. Adams, Phoenix, AZ 85007 • Phone (602) 252-3926 / Fax (602) 252-5870
Forward
This guide is a collection of chip seal best practices and recommendations for the State of
Arizona. Chip seals are important Pavement Preservation applications, and when they are
constructed properly will increase the life of a pavement. There will be instances where
conditions or available materials dictate that the contractor, supplier or specifying agency
need to deviate from these recommendations. It is very important that the contractors,
suppliers and agencies work together and use common sense to modify procedures and
practices contained in this document.
In 2003, the Arizona Chapter Associated General Contractors Pavement Preservation
Committee developed this guideline to identify “best practices” to be used during the
application of a chip seal. This revision was done by the current Pavement Preservation
Committee, re-established in 2011.
The committee is comprised of contractors, material suppliers, aggregate producers and
agency personnel. Special thanks to our partners in the Arizona Department of
Transportation: Bill Hurguy, State Materials Engineer, and Janet Doersling – Manager
Pavement Materials Testing for their contributions to this revision.
Arizona Chapter AGC Pavement Preservation Series
Chip Seal Guide for Application and Construction
Table of Content
Introduction ................................................................................................................. 1
Surface Preparation .................................................................................................... 1
2.1 - Maintenance
2.2 - New Construction
Materials (Aggregate Core Material and Binder Type)................................................ 2
3.1 - Chip Seal Aggregate Material
3.1.6 - Recommended Aggregate Gradation Requirements
3.3.1 - Binder Types
Aggregate and Binder Application Rates ................................................................. 4
Construction Procedures ........................................................................................... 5
5.1 - Recommended Chip Seal Application Dates
5.2.1 - Binder Application
5.3.1 - Volume Measurement
5.4.1 - Aggregate Application
5.5.1 - Rolling
5.6.1 - Aggregate Hauling
5.7.1 - Sweeping
5.8.1 - Traffic Control
Special Chip Sealing Procedures .............................................................................. 9
6.1 - Fog Seal application
6.2.1 - Double Chip Seals
6.3.1Scrub Seals
6.4.1 - Cape Seals
6.5.1 - Modified Binders
Summary...................................................................................................................... 12
Check Lists
(Materials & Construction Techniques/Application)....................................... 13
Appendix A - Chip Seal Design .................................................................... 15
Appendix B - Aggregate and Binder Application Rates ................................ 16
Appendix C - Temperature - Volume Corrections
for Emulsified Asphalt Material ............................................... 17
Appendix D - Temperature - Volume Corrections
for Hot Asphalt Material .......................................................... 18
Appendix E - Gallons of Emulsified Asphalt
for Various Widths and Application Rates ............................... 19
Bibliography ................................................................................................................ 20
1 - Introduction
1.1 This document is provided as a chip seal guide for Contractors, Suppliers, Agencies
and Owners.
1.2 Chip seals have been used for over 100 years as a cost effective treatment to maintain
all types of pavements and roadways. Chip seal applications are designed as a surface
seal. Chip seals extend the life of the pavement by the prevention of moisture intrusion into
base course and sub-grade. Additional benefits include increased skid resistance and
improved aesthetics. When properly constructed, a chip seal application is a cost effective
preservation tool that provides improved life cycle benefits.
Many variables affect the successful application of a chip seal, including:
• Existing Surface Condition
• Surface Preparation
• Materials
• Placement Practices
• Construction Procedures
2 - Surface Preparation
2.1 Maintenance
Significant deficiencies in the pavement surface must be repaired before applying a chip
seal to the roadway. Potholes must be filled and ruts of significant depths must be leveled.
Cracks ⅛ inch or wider must be filled. Crack filler overbands on the pavement surface
should not exceed 4 inches wide and ⅛ of an inch thick. Pavement edge deterioration
should also be repaired. The type of material used for the various repairs is important and
can affect the quality and overall longevity of the finished chip seal surface. Cold mix
patching materials and crack sealant need time to cure before placing a chip seal.
2.2 New Construction
2.2.1 When a chip seal is constructed directly on sub-grade, aggregate base course or
RAP, the sub-grade should be graded smooth and thoroughly compacted. When needed,
aggregate base course should be a minimum of two (2) inches thick, graded smooth, and
thoroughly compacted. The chip seal should be applied within 24 hours of the surface
preparation. Depending on the binder used it may be necessary to apply a prime coat to
the prepared surface prior to chip sealing. It is recommended that prime coat be allowed to
cure for 48 hours prior to the chip seal application.
1
New Road way
2 1 /2 " A C (3 / 4 )
C h ip S e a l C o a t
2 1 /2 "
Tack Coat
A C ( 3 /4 )
8" AB Class 2
S ubgrade
Typical section of chip seal, asphaltic concrete, aggregate base course and subgrade.
N ew R oadw ay
C h ip S e a l C o a t
8 " A B C la ss 2
S u b g ra d e
Typical section of chip seal, aggregate base course and subgrade
3 - Materials
3.1 Chip Seal Aggregate
3.1.1 Proper stockpile management is a critical factor concerning the consistency of the
aggregate quality. This can be the difference between a positive pay lot and a penalty or
even reject.
3.1.2 With stockpiles being placed within close proximity to any plant, sufficient pad(s)
shall be constructed to mitigate ground loss, and material contamination from the
surrounding area. Stockpiles shall be constructed to account for moisture and ensure that
proper drainage is considered. The pad(s) created for the stockpile(s) should extend
beyond the edge of each stockpile one-bucket width of the largest equipment used on site.
Stockpile(s) shall be constructed so as to minimize aggregate segregation.
2
3.1.3 Stockpile height shall be consistent and shall not exceed 45 forty-five feet (45') upon
completion. Stockpile(s) shall also be built to ensure minimization of “coning” (if over a
tunnel) – a stockpile should be built with ledges (or layers) in even sections of thickness to
minimize aggregate segregation (see NAPA commentary – Stockpiling). If aggregate is
loaded on top of a conical stockpile then larger aggregate sizes are more likely to roll to the
outside and bottom). In all cases the loader operator shall try to prevent driving up onto a
stockpile. As much care as possible in the handling of chip seal aggregate must be taken
to reduce all variables for the aggregate to be segregated.
3.1.4 Aggregate material should also be blended appropriately and evenly across the face
of the entire stockpile and not from side to side as this could cause additional segregation.
3.1.5 It is important to utilize an aggregate material that is composed of clean and durable
crushed rock or crushed gravel. All binder types will have problems adhering to aggregate
that has too high a percentage of fines or aggregate that is coated with fine dust. All
aggregate should be processed to meet the gradation and physical property requirements.
The following tests concerning the physical requirements of the aggregate have proven to
contribute to superior chip seal performance (see Table 1).
Table 1. Aggregate Characteristics
Characteristic
Bulk Specific Gravity
Test Method
Arizona Test Method 210
Requirement
2.35 – 2.85
Water Absorption
Maximum 3.0 %
Fractured Coarse Aggregate
Particles (Minimum of 2 fractured
faces – Plus #4 Material)
Fractured Coarse Aggregate
Particles (Minimum of 2 fractured
faces – Plus #4 Material)
Flakiness Index
Minimum 85 %
Minimum 85 %
Maximum 20 %
Carbonates in Aggregate
Maximum 20 %
Abrasion (Source Material)
AASHTO T96
Sodium Sulfate Soundness
(Loss @ 5 cycles) (Source Material)
AASHTO T104
100 Rev., Max. 9 %
500 Rev., Max. 40 %
Maximum 10%
3.1.6 Gradation requirements for the above mentioned mineral aggregate materials
utilized for “chip seal” applications should be as follows (this recommendation is made
based on local materials, available from local aggregate producers) They are: MAG
(Maricopa Association of Governments) Section 716.2.3, Table 1 or Table 2. ADOT
Section 404-2.02 Cover Material as applicable for traffic load.
3
3.2 Chip Seal Binders
3.2.1 There are numerous types of binder materials utilized in chip seal applications.
These various binder materials are an important part of successful chip seal construction
as they will affect the speed of set time to return to traffic, performance characteristics with
lower quality aggregate, rejuvenating properties, aggregate embedment, aggregate
retention, resistance to traffic damage and resistance to temperature variation. Each
binder type may require a different application rate to ensure the appropriate amount of
residual binder on the pavement. In Arizona the following binder types are used.
Recommended ADOT specifications are listed for each binder type:
• Conventional Emulsified Binder Materials (Section 1005, Table 1005-3)
• Modified Emulsified Binder Materials (Section 1005, Table 1005-3a & b)
• Polymer Modified Binder Materials (Section 1005, Table 1005-1a)
• Asphalt-Rubber Binder Materials (Section 1009, Table 1009-2)
• Cut-back Binder Materials (Section 1005, Table 1005-2)
3.2.2 In general, the base binder controls the temperature properties of the chip seal.
Softer binders are generally more flexible and have better low temperature properties.
Harder binders are tougher and generally have better high temperature properties.
Polymer, tire rubber and other modifiers will influence these properties as well. It is
generally accepted that the penetration of the residual binder indicates the acceptable
temperature range of the binder (40 to 90 dmm) for hot climates and (100 dmm+) for colder
climates.
3.2.3 Polymers, tire rubber and other modifiers also contribute to the high and low
temperature properties of the binder and will improve aggregate retention of the chip seal.
There are several test procedures that indicate the level of modification of the chip seal
binder. These tests include: Softening Point, Ductility, Elastic Recovery, Resilience,
Torsional Recovery, Force Ductility and Residue Performance Grading (PG).
3.2.4 In addition to the individual characteristics of each binder type, they each have
unique handling requirements. Emulsified binder materials should be stored so that they
do not freeze and all binder materials should not sit stagnant for extended periods of time.
Also, for all binder types the contractor should follow the suppliers handling procedures
and recommendations.
4 - Aggregate and Binder Application Rates
It is recommended that a chip seal design procedure be utilized to establish targets for
binder and aggregate application rates. (See suggested example chip seal design in
Appendix A.)
4
Considerations for binder application rate(s) are as follows:
• Aggregate gradation and quality
• Type of binder
• Existing roadway conditions (deterioration and porosity of the roadway)
• Maintenance efforts and timing of those efforts prior to chip seal application
• Traffic conditions (present and future volume and percentage of traffic)
• Weather and environmental conditions
Typically the aggregate embedment should range from 50% to70% after rolling and the
removal of the loose material. The finished product should result in an application of chip
seal aggregate that is “one stone deep.” The binder and aggregate application rates should
be adjusted to account for the considerations listed above. When special conditions exist
such as placement in intersections, on unpaved roadways and parking lots, etc. additional
adjustments to methods and application rates may be required
5 - Construction Procedures
Prior to the application of the binder, the existing surface must be cleaned of all foreign
materials. Mechanical sweepers or brooms and air blowing if necessary, will usually
accomplish this cleaning. Once the surface is sufficiently clean and dry, the chip seal
application can take place. The chip seal should normally be applied when the surface
temperature is 85 F and the ambient temperature is 65 F and rising. (Surface temperature
should be taken prior to start of operations).
5.1 - Application Temperature
Proceed with caution when ambient temperatures begin to fall below 70 F before the
application has a chance to cure. No material should be applied when rain is imminent or
when the wind is excessive. The information contained in Table 2 provides seasonal
consideration guidelines for a chip seal application in Arizona. .
Table 2. Recommended Chip Seal Application
Area
Elevation
Recommended Dates
Mountain Areas
Above 5,000 Feet
June 1 – August 31
Foothill Areas
3,500 to 5,000 Feet
May 1 – September 30
Deserts
Below 3,500 Feet
March 15 – May 31
September 1 – October 31
Caution should be exercised when ambient temperatures exceed 110 F as additional cure time may be required.
5
5.2 - Binder Application
It is important that the distributor truck be in good working order. Distributor trucks should
be “certified” as described in ADOT specification 404-3.02. The distributor must be
capable of applying the binder uniformly in both transverse and longitudinal directions at
the desired rate. The distributor must be in good mechanical condition, and must be
equipped with a functioning computer rate control (CRC). The spreader bar must be
properly adjusted for height, contain the correct size of spray nozzles for the type of binder
being applied, and the nozzles must be set at the angle recommended by the
manufacturer, for efficient coverage. The binder must be at the application temperature
recommended by the supplier.
5.3 - Volume Measurement
The volume of material in the distributor truck must be determined in advance so that
you can keep track of how much material is used. To determine the volume of material
in the distributor truck;
• Make sure that the distributor is on level ground.
• Read the volume gauge
• Read the temperature gauge.
• Correct the volume reading for the temperature of the material us in Temperature Volume Corrections for Emulsified Asphalts in Appendix B or the Temperature –
Volume Corrections for Hot Asphaltic Materials shown in Appendix C.
6
5.4 - Aggregate Application
The application of the aggregate shall be accomplished by means of a calibrated chip
spreader. The chip spreader should be calibrated prior to the start of each operation. The
chip spreader must be a self-propelled, computerized rate controlled (CRC) unit capable of
an application width of fourteen (14 ) feet or greater. The spreader must be in good
mechanical condition and capable of applying the cover aggregate uniformly across the
spread width.
5.5 - Rolling
A sufficient number of self-propelled pneumatic-tired rollers must be utilized to cover the
full width of the application in one pass. The first pass must take place immediately behind
the chip spreader. Rolling shall continue until three passes are complete.
5.5.1 The rollers must be staggered and the rolling speed should be determined by the
production/speed of the chip box. It is recommended the rolling take place at a maximum
speed of five (5) mph. As long as proper aggregate embedment is achieved, rolling speeds
may be increased. This ensures adhesion of the aggregate to the binder.
5.5.2 The rollers should carry a minimum loading of 2,000 pounds on each wheel, with a
minimum tire pressure of 90 psi or as recommended by the equipment manufacturer.
7
5.6 -Aggregate Hauling
The aggregate haul trucks must be tailgate discharge and must have a device to lock onto
the hitch of the chip spreader. The trucks must be compatible with the chip spreader to
eliminate aggregate spillage while dumping into the receiving hopper.
5.7 - Sweeping
Initial sweeping of the loose aggregate should take place after the binder has properly
set. The timeframe for sweeping depends on cure time of the binder, ambient or
surface temperature, and other variables. Subsequent sweeping may be required
depending on embedment and retention of the aggregate.
5.8 - Traffic Control
All traffic, with the exception of necessary construction equipment, should be kept off the
newly applied chip seal until it has had time to properly set. Traveling speed should not
exceed 15 mph over a freshly sealed surface until the loose aggregate is removed.
Special care should be taken at intersections to prevent dislodging of chip seal aggregate.
8
Turning should be limited until the initial sweeping is completed. Note: Barricades, signage
and traffic control will follow current MUTCD (Manual on Uniform Traffic Control Devices)
standards.
6 - Special Chip Sealing Procedures
There are special procedures and/or materials that can be utilized to improve the quality of
the chip seal or to allow its use in unique conditions. The following is a list of these
procedures:
6.1 - Fog Seal Application
Some chip seals are completed with the application of a fog seal after the final sweeping.
Benefits include improved chip retention, prevention of raveling and improved aesthetics.
The surface should be dry and must be free of loose aggregate and foreign materials.
Emulsified asphalt materials must be diluted with water and applied by a distributor (as
previously discussed) at an application rate of 0.08 to 0.12 gallons per square yard or
adjusted as necessary in the field.
9
6.2 - Double Chip Seals
The first application of the double chip seal is the same as a single chip seal procedure. The
second application may utilize a smaller aggregate gradation than the first application,
which interlocks with the larger aggregate. This application is used to extend the life of a
deteriorated pavement, or can be applied as a new surface on prepared native soil or
aggregate base surfaces.
6.3 - Scrub Seals
This technique involves the use of a drag broom or squeegee that is positioned behind the
distributor spray bar, followed if needed by a light application of sand or cinders. Scrub
seals are often constructed to fill cracks using special binder materials designed for
extending the life of a pavement.
6.4 - Cape Seals
This is a chip seal that is overlaid with a slurry seal or a micro-surfacing material. Some
benefits of this procedure are the elimination of loose aggregate, less tire noise, a less
course surface texture and can result in a longer service life of the pavement.
Chip Seal is Paced
Slurry Seal is Placed
Cape Seal Finished Surface
10
6.5 - Modified Binders
Modified binders are asphalt binders that have been modified with polymers, crumb
rubber, or other additives. These materials are applied the same as conventional binders,
but can be specified for varying road conditions. Using modified binder materials can
result in better performance and increased service life of the road surface due to improved
physical properties and heavier application rates.
11
7 - Summary
The following is a summary of the important requirements that MUST be used to obtain a
quality chip seal product.
• Complete all needed repair work and allow adequate curing time prior to the placement of
the chip seal.
• The chip seal shall be applied when the surface temperature is 85° F and the ambient
temperature is 65°F and rising.
• Use the aggregate recommended in Table 1.
• Test materials for the project before and during construction to determine specification
compliance.
• Thoroughly clean/flush distributor trucks and clean chip box prior to changing types of
binder materials.
• Calibrate the chip spreader daily for uniform quantity and aggregate coverage.
• Adjust spray nozzles on the distributor spray bar for proper angle and set bar height for
proper fan overlap.
• Start binder application only when the chip spreader and aggregate trucks are in line and
the pneumatic tire rollers are ready to begin rolling.
• The distributor truck should stay within 200 feet of the chip seal box.
• The first pass should take place immediately behind the chip spreader with three passes
completed within 1/2 hour (30 minutes) of the aggregate application.
• Initial sweeping of the loose aggregate should take place after the binder has properly set.
• Special care should be taken at intersections to prevent dislodging of chips by turning
vehicles.
• Depending on embedment and retention of aggregate in the binder a second or final
sweeping may be required.
12
Checklist Materials & Construction
Techniques/Application
YES / NO
1. Does the aggregate meet the specified requirements? . . . . . . . . . . . . . . .
2. Is aggregate stockpiled so that it will not become contaminated? . . . . . . .
3. Is the moisture content of the aggregate appropriate? . . . . . . . . . . . . . . . .
4. Are proper storage / heating facilities available for the binder? . . . . . . . . .
5. Has the binder been sampled for testing in accordance with established
sampling methods ASTM D140 or AASHTO T40? . . . . . . . . . . . . . . . . . .
6. Is the binder at the correct temperature for application? . . . . . . . . . . . . . .
7. Has the binder application rate been determined and corrected for
temperature?. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8. Has the aggregate application rate been determined? . . . . . . . . . . . . . . .
13
Construction Techniques/Application
Techniques/Application
YES / NO
1. Is traffic control in compliance with approved plan? . . . . . . . . . . . . . . . . .
2. Have pavement markers been considered? . . . . . . . . . . . . . . . . . . . . . . .
3. Is the ambient temperature at 65F and rising? . . . . . . . . . . . . . . . . . . . . .
4. Is the pavement clean and dry? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5. Is there a chance of rain during the daily production?. . . . . . . . . . . . . . . .
6. Has the aggregate spreader been properly calibrated? . . . . . . . . . . . . . .
7. Is the proper equipment available for loading and transporting
the aggregate to the chip spreader? . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8. Is there adequate aggregate supply available on site to keep
up with the distributor truck? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
9. Are all the distributor trucks calibrated, and nozzles and bar
height adjusted? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10. Is the aggregate spreader in position, with the dump truck,
attached before starting the binder application? . . . . . . . . . . . . . . . . . . .
11. Is the application of the aggregate being done in a timely
manner directly behind the distributor. . . . . . . . . . . . . . . . . . . . . . . . . . . .
12. Are adequate rollers available to keep up with the binder and
aggregate application? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
13. Are the rollers keeping pace with the aggregate spreader? . . . . . . . . . . .
14. Has embedment been checked after rolling? . . . . . . . . . . . . . . . . . . . . . .
15. Has the excess aggregate been swept before opening to
full speed traffic? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
14
Appendix A
Chip Seal Design
There are several procedures for determining the appropriate quantity of asphalt binder
and cover aggregate for chip seal applications. These methods usually involve utilizing
laboratory tests to determine the average least dimension, voids, and bulk specific gravity
of the cover aggregate. Using the results derived from these tests along with pavement
and traffic conditions in various empirical mathematical equasions, allows for
determination of the required quantities of asphalt binder and aggregate. Typical design
procedures are available from ASTM, AASHTO, and many state DOT's, including the
Arizona Department of Transportation (ADOT). The goal of any of these procedures is to
have aggregate particles to be approximately 70% embedded in the asphalt binder. When
a one-sized cover aggregate is applied by a calibrated spreader onto a properly applied
asphalt binder, the particles will be randomly oriented. After rolling/compaction and
application of traffic, the aggregate particles should realign with about 20 percent voids
between the particles. A desirable design is usually based on 60 to 75 percent of the voids
being filled with the asphalt binder. Adjustments must be made for the traffic volume,
surface condition/porosity of the pavement or surface and the characteristics of the cover
aggregate (size, shape, gradation and specific gravity).
Rather than utilizing one of these complex design procedures, a range of asphalt and
aggregate application rates is provided in the following table to serve as a guide for
estimating the proper quantity of materials for a given aggregate size. The indicated
quantities of aggregate and asphalt binder cover the range of conditions that vary from
primed granular bases to aged and oxidized pavement surfaces. The quantities and types
of materials may require adjustment according to local conditions and experience.
15
Appendix B
Quantities of Asphalt and Aggregate for Single Surface Treatments1,2,3,4,5
Nominal Size of Aggregate
Size No.
Quantity of Aggregate
lb/yd² (kg/m² )
Quantity of Asphalt
gal/yd² (l/m²)
Type and Grade of Asphalt*
3/4 to 3/8 in.
(19.0 to 9.5 mm)
6
40-50
(22-27)
0.40-0.50
(1.8-2.3)
RS-2, CRS-2
1/2 in. to No. 4
(12.5 to 4.75 mm)
7
25-30
(14-16)
0.30-0.45
(1.4-2.0)
RS-1, RS-2,
CRS-1, CRS-2
3/8 in. to No. 8
(9.5 to 2.36 mm)
8
20-25
(11-14)
0.20-0.35
(0.9-1.6)
RS-1, RS-2,
CRS-1, CRS-2
No. 4 to No. 16
(4.75 to 1.18 mm)
9
15-20
(8-11)
0.15-0.20
(0.7-0.9)
RS-1, MS-1,
CRS-1, HFRS-2
Sand
AASHTO
M-6
10-15
(5-8)
0.10-0.15
(0.5-0.7)
RS-1, MS-1,
CRS-1, HFRS-2
* Including polymer modified versions of these emulsions
These quantities of asphalt cover the average range of conditions that include primed granular bases to old pavement
surfaces. The quantities and types of materials may be varied according to local conditions and experience.
1
2 The
weight of aggregate shown in the table is based on an aggregate specific gravity of 2.65. If the measured aggregate
specific gravity differs from this value by 0.1 or greater, the amount of aggregate shown in the table above should be multiplied
by the ratio of the actual specific gravity to 2.65.
3 The lower application rates of asphalt shown in the above table should be used for aggregate having gradations on the fine
side of the specified limits. The higher application rates should be used for aggregate having gradations on the coarse side of
the specified limits.
4 It is important to adjust the asphalt quantity for the surface condition of the road, increasing it if the road is absorbent, badly
cracked, or coarse, and decreasing it if the road is flushed with asphalt. (See table below.)
5
It is important to adjust the asphalt quantity for traffic count and conditions. An increase in traffic will mean a decrease in
asphalt content.
Corrections for Surface Condition
Pavement Texture
Correction**
gal/yd²
(L/m²)
Black, flushed asphalt
-0.01 to -0.06
(-0.04 to -0.27)
Smooth, non-porous
0.00
(0.00)
Absorbent - slightly porous, oxidized
0.03
(0.14)
0.06
(0.27)
0.09
(0.40)
- slightly pocked, porous, oxidized
- badly pocked, porous, oxidized
**This correction must be made from observations at the job site.
Note: The quantities of aggregate and asphalt determined in this design procedure are a
result of the methodology used to account for the average range of conditions that include
primed granular bases and old pavement surfaces. The quantities and types of materials
may vary according to local conditions.
16
Appendix C
TEMPERATURE-VOLUME CORRECTIONS FOR EMULSIFIED ASPHALTS
t
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
LEGEND: t = observed temperature in degrees Fahrenheit
M = multiplier for correcting volumes to the basis of 60 degrees Fahrenheit
M
t
M
t
M
1.00250
92
0.99200
134
0.98150
1.00225
93
0.99175
135
0.98125
1.00200
94
0.99150
136
0.98100
1.00175
95
0.99125
137
0.98075
1.00150
96
0.99100
138
0.98050
1.00125
97
0.99075
139
0.98025
1.00100
98
0.99050
140
0.98000
1.00075
99
0.99025
141
0.97975
1.00050
100
0.99000
142
0.97950
1.00025
101
0.98975
143
0.97925
1.00000
102
0.98950
144
0.97900
0.99975
103
0.98925
145
0.97875
0.99950
104
0.98900
146
0.97850
0.99925
105
0.98875
147
0.97825
0.99900
106
0.98850
148
0.97800
0.99875
107
0.98825
149
0.97775
0.99850
108
0.98800
150
0.97750
0.99825
109
0.98775
151
0.97725
0.99800
110
0.98750
152
0.97700
0.99775
111
0.98725
153
0.97675
0.99750
112
0.98700
154
0.97650
0.99725
113
0.98675
155
0.97625
0.99700
114
0.98650
156
0.97600
0.99675
115
0.98625
157
0.97575
0.99650
116
0.98600
158
0.97550
0.99625
117
0.98575
159
0.97525
0.99600
118
0.98550
160
0.97500
0.99575
119
0.98525
161
0.97475
0.99550
120
0.98500
162
0.97450
0.99525
121
0.98475
163
0.97425
0.99500
122
0.98450
164
0.97400
0.99475
123
0.98425
165
0.97375
0.99450
124
0.98400
166
0.97350
0.99425
125
0.98375
167
0.97325
0.99400
126
0.98350
168
0.97300
0.99375
127
0.98325
169
0.97275
0.99350
128
0.98300
170
0.97250
0.99325
129
0.98275
171
0.97225
0.99300
130
0.98250
172
0.97200
0.99275
131
0.98225
173
0.97175
0.99250
132
0.98200
174
0.97150
0.99225
133
0.98175
175
0.97125
17
Appendix D
TEMPERATURE-VOLUME CORRECTIONS FOR HOT ASPHALTIC MATERIALS
GROUP 0 – SPECIFIC GRAVITY AT 60 °F ABOVE 0.966
LEGEND: t = observed temperature in degrees Fahrenheit
M = multiplier for correcting volumes to the basis of 60 degrees Fahrenheit
t
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
M
0.9861
0.9857
0.9854
0.9851
0.9847
0.9844
0.9840
0.9837
0.9833
0.9830
0.9826
0.9823
0.9819
0.9816
0.9813
0.9809
0.9806
0.9802
0.9799
0.9795
0.9792
0.9788
0.9785
0.9782
0.9778
0.9775
0.9771
0.9768
0.9764
0.9761
0.9758
0.9754
0.9751
0.9747
0.9744
0.9740
0.9737
0.9734
0.9730
0.9727
0.9723
0.9720
0.9716
0.9713
0.9710
0.9706
0.9703
0.9699
0.9696
0.9693
t
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
M
0.9689
0.9686
0.9682
0.9679
0.9675
0.9672
0.9669
0.9665
0.9662
0.9658
0.9655
0.9652
0.9648
0.9645
0.9641
0.9638
0.9635
0.9631
0.9628
0.9624
0.9621
0.9618
0.9614
0.9611
0.9607
0.9604
0.9601
0.9597
0.9594
0.9590
0.9587
0.9584
0.9580
0.9577
0.9574
0.9570
0.9567
0.9563
0.9560
0.9557
0.9553
0.9550
0.9547
0.9543
0.9540
0.9536
0.9533
0.9530
0.9526
0.9523
t
200
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
M
0.9520
0.9516
0.9513
0.9509
0.9506
0.9503
0.9499
0.9496
0.9493
0.9489
0.9486
0.9483
0.9479
0.9476
0.9472
0.9469
0.9466
0.9462
0.9459
0.9456
0.9452
0.9449
0.9446
0.9442
0.9439
0.9436
0.9432
0.9429
0.9426
0.9422
0.9419
0.9416
0.9412
0.9409
0.9405
0.9402
0.9399
0.9395
0.9392
0.9389
0.9385
0.9382
0.9379
0.9375
0.9372
0.9369
0.9365
0.9362
0.9359
0.9356
t
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
289
290
291
292
293
294
295
296
297
298
299
M
0.9352
0.9349
0.9346
0.9342
0.9339
0.9336
0.9332
0.9329
0.9326
0.9322
0.9319
0.9316
0.9312
0.9309
0.9306
0.9302
0.9299
0.9296
0.9293
0.9289
0.9286
0.9283
0.9279
0.9276
0.9273
0.9269
0.9266
0.9263
0.9259
0.9256
0.9253
0.9250
0.9246
0.9243
0.9240
0.9236
0.9233
0.9230
0.9227
0.9223
0.9220
0.9217
0.9213
0.9210
0.9207
0.9204
0.9200
0.9197
0.9194
0.9190
t
300
301
302
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
M
0.9187
0.9184
0.9181
0.9177
0.9174
0.9171
0.9167
0.9164
0.9161
0.9158
0.9154
0.9151
0.9148
0.9145
0.9141
0.9138
0.9135
0.9132
0.9128
0.9125
0.9122
0.9118
0.9115
0.9112
0.9109
0.9105
0.9102
0.9099
0.9096
0.9092
0.9089
0.9086
0.9083
0.9079
0.9076
0.9073
0.9070
0.9066
0.9063
0.9060
0.9057
0.9053
0.9050
0.9047
0.9044
0.9040
0.9037
0.9034
0.9031
0.9028
t
350
351
352
353
354
355
356
357
358
359
360
361
362
363
364
365
366
367
368
369
370
371
372
373
374
375
376
377
378
379
380
381
382
383
384
385
386
387
388
389
390
391
392
393
394
395
396
397
398
399
M
0.9024
0.9021
0.9018
0.9015
0.9011
0.9008
0.9005
0.9002
0.8998
0.8995
0.8992
0.8989
0.8986
0.8962
0.8979
0.8976
0.8973
0.8969
0.8966
0.8963
0.8960
0.8957
0.8953
0.8950
0.8947
0.8944
0.8941
0.8937
0.8934
0.8931
0.8928
0.8924
0.8921
0.8918
0.8915
0.8912
0.8908
0.8905
0.8902
0.8899
0.8896
0.8892
0.8889
0.8886
0.8883
0.8880
0.8876
0.8873
0.8870
0.8867
t
400
401
402
403
404
405
406
407
408
409
410
411
412
413
414
415
416
417
418
419
420
421
422
423
424
425
426
427
428
429
430
431
432
433
434
435
436
437
438
439
440
441
442
443
444
445
446
447
448
449
M
0.8864
0.8861
0.8857
0.8854
0.8851
0.8848
0.8845
0.8841
0.8838
0.8835
0.8832
0.8829
0.8826
0.8822
0.8819
0.8816
0.8813
0.8810
0.8806
0.8803
0.8800
0.8797
0.8794
0.8791
0.8787
0.8784
0.8781
0.8778
0.8775
0.8772
0.8768
0.8765
0.8762
0.8759
0.8756
0.8753
0.8749
0.8746
0.8743
0.8740
0.8737
0.8734
0.8731
0.8727
0.8724
0.8721
0.8718
0.8715
0.8712
0.8709
t
450
451
452
453
454
455
456
457
458
459
460
461
462
463
464
465
466
467
468
469
470
471
472
473
474
475
476
477
478
479
480
481
482
483
484
485
486
487
488
489
490
491
492
493
494
495
496
497
498
499
M
0.8705
0.8702
0.8699
0.8696
0.8693
0.8690
0.8687
0.8683
0.8680
0.8677
0.8674
0.8671
0.8668
0.8665
0.8661
0.8658
0.8655
0.8652
0.8649
0.8646
0.8643
0.8640
0.8636
0.8633
0.8630
0.8627
0.8624
0.8621
0.8618
0.8615
0.8611
0.8608
0.8605
0.8602
0.8599
0.8596
0.8593
0.8590
0.8587
0.8583
0.8580
0.8577
0.8574
0.8571
0.8568
0.8565
0.8562
0.8559
0.8556
0.8552
18
Appendix E
Gallons of Emulsified Asphalt Required per 100 Linear Feet
For Various Widths and Applications Rates
Rate
Width (feet)
(Gals.
Per
Sq Yd.)
1
9
10
11
12
14
16
18
20
22
24
0.10
1.1
2.2
6.7
7.8
8.9
10.0
11.1
12.2
13.3
15.6
17.8
20.0
22.2
24.4
26.7
0.15
1.7
3.3
10.0
11.7
13.3
15.0
16.7
18.3
20.0
23.3
26.7
30.0
33.3
36.7
40.0
0.20
2.2
4.4
13.3
15.6
17.8
20.0
22.2
24.4
26.7
31.1
35.6
40.0
44.4
48.9
53.3
0.25
2.8
5.6
16.7
19.4
22.2
25.0
27.8
30.6
33.3
38.9
44.4
50.0
55.6
61.1
66.7
0.30
3.3
6.7
20.0
23.3
26.7
30.0
33.3
36.7
40.00
46.7
53.3
60.0
66.7
73.3
80.0
0.35
3.9
7.8
23.3
27.2
31.1
35.0
38.9
42.8
46.7
54.4
62.2
70.0
77.8
85.5
93.3
0.40
4.4
8.9
26.7
31.1
35.6
40.0
44.4
48.9
53.3
62.2
71.1
80.0
88.9
97.8
107.
0.45
5.0
10.0
30.0
35.0
40.0
45.0
50.0
55.0
60.0
70.0
80.0
90.0
100.
110.
120.
0.50
5.6
11.1
33.3
38.9
44.4
50.0
55.5
61.1
66.7
77.8
88.9
100.
111.
122.
133.
0.55
6.1
12.2
36.7
42.8
48.9
55.0
61.1
67.2
73.3
85.5
97.8
110.
122.
134.
147.
0.60
6.7
13.3
40.0
46.7
53.3
60.0
66.7
73.3
80.0
93.3
107.
120.
133.
147.
160.
0.65
7.2
14.4
43.3
50.6
57.8
65.0
72.2
79.4
86.7
101.
115.
130.
144.
159.
173.
0.70
7.8
15.6
46.7
54.4
62.2
70.0
77.8
85.5
93.3
109.
124.
140.
156.
171.
187.
0.75
8.3
16.7
50.0
58.3
66.7
75.0
83.3
91.7
100.
117.
133.
150.
167.
183.
200.
0.80
8.9
17.8
53.3
62.2
71.1
80.0
88.9
97.8
107.
124.
142.
160.
178.
196.
213.
0.85
9.4
18.9
56.7
66.1
75.5
85.0
94.4
104.
113.
132.
151.
170.
189.
208.
227.
0.90
10.0
20.0
60.0
70.0
80.0
90.0
100.
110.
120.
140.
160.
180.
200.
220.
240.
0.95
10.6
21.1
63.3
73.9
84.4
95.0
106.
116.
127.
148.
169.
190.
211.
232.
253.
1.00
11.1
22.2
66.7
77.8
88.9
100.
111.
122.
133.
156.
178.
200.
222.
244.
267.
1.10
12.2
24.4
73.3
85.5
97.8
110.
122.
134.
147.
171.
196.
220.
244.
269.
293.
1.20
13.3
26.7
80.8
93.3
107.
120.
133.
147.
160.
187.
213.
240.
267.
293.
320.
1.25
13.9
27.8
83.3
97.2
111.
125.
139.
153.
167.
194.
222.
250.
278.
306.
333.
1.30
14.4
28.9
86.7
101.
116.
130.
144.
159.
173.
202.
230.
260.
288.
318.
347.
1.40
15.6
31.1
93.3
109.
124.
140.
156.
171.
187.
218.
249.
280.
311.
342.
373.
1.50
16.7
33.3
100.
117.
133.
150.
167.
183.
200.
233.
267.
300.
333.
367.
400.
1.75
19.4
38.9
117.
136.
156.
175.
194.
214.
233.
272.
311.
350.
389.
427.
467.
2.00
22.2
44.4
133.
156.
178.
200.
222.
244.
267.
311.
356.
400.
444.
489.
533.
2.25
25.0
50.0
150.
175.
200.
225.
250.
275.
300.
350.
400.
450.
500.
550.
600.
2.50
27.8
55.6
167.
194.
222.
250.
278.
306.
333.
389.
444.
500.
556.
311.
667.
2.75
30.6
60.1
183.
214.
244.
275.
306.
336.
367.
428.
489.
550.
611.
672.
733.
3.00
33.3
66.7
200.
233.
267.
300.
333.
367.
400.
467.
533.
600.
667.
733.
800.
2
6
7
8
Note: Formula used for calculation: Q = 100 x W x R
Q = Quantity of asphalt required in gallons per 100 ft
R = Rate of application in gallons per sq. yd.
W= Width of application in feet
19
Bibliography
A Basic Asphalt Emulsion Manual: Asphalt Emulsion Manual, Manual Series No. 19,
Asphalt Emulsion Manufacturers Association & Asphalt Institute, Third Edition, Lexington,
Kentucky
AEMA Recommended Performance Guidelines:
Association, Second Edition, Annapolis, Maryland
Asphalt Emulsion Manufacturers
Chip Seal: Bearcat Manufacturing, Ken Hill, Wickenburg, Arizona
Chip Seal Coat Inspection Workbook: Arizona Department of Transportation, Course
Number 303, Phoenix, Arizona
Construction Manual – Surface Treatments and Pavements, Section IV- pages 31-48:
Arizona Department of Transportation, Intermodal Transportation Construction Group,
Phoenix, Arizona, Revised August 2001
LTAP Chip Seal Application Check List: LTAP Center, Phoenix, Arizona
Minnesota Seal Coat Handbook: Minnesota Department of Transportation, Report
Number
MN/RC-1999-07, St. Paul, Minnesota, December 1998
Maintenance Chip Seal Manual: Montana Department of Transportation, Helena,
Montana, 2000
Pavement Maintenance Effectiveness, Preventive Maintenance Treatments: Participant's
Handbook, Report No. FHWA-SA-96-027, FHWA, Washington, DC, February 1996
20

AGC Chip Seal Guide.cdr - Arizona Chapter Associated General

Transcription

Similar documents

For Roto-Flow Chip Screen Specifications in

Gilsonite - Chemtron

Bubblegum Bump Game +

April 2016 - Partners Financial Federal Credit Union

NCR_resources_SGLG

Getting the Most from Your Credit Card Getting the Most from Your

Seal Water System

Engr. Sajjad Ali - Pakistan Urban Forum

Dynaric DF-11A

Arcosanti - tylertopics.com